This page includes notes on design of timber connections including nails, screws, dowels and bolts.    The notes are outline in nature suitable for enabling basic calculations.  For detailed design it is necessary to refer to the actual standard and all of the associated standards.

In timber constructions the various timber members are generally connected using nails, screws, dowels, bolts, metal plates, adhesives and basic wood joints.     Carpentry joints have been used for connecting timber members throughout history       (ref Timber Joints ) but these are now primarily used for furniture work and aristic construction projects.    Carpentry joints are not mentioned in Eurocode 5.    Connections made with adhesively bonded joints are also not discussed in the Eurocode .

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t₁ = head side thickness, t₂ = point side thickness.

Single Shear :Characteristic load carrying capacity of nails , dowels screws and bolts and staples per shear plane in line with BS EN 1995-1-1 (8,2,2). Use minimum value from above equations.

t₁ = least of head side thickness and point side,    t₂ = central member thickness (in double shear..)

DoubleShear :Characteristic load carrying capacity of nails , dowels screws and bolts and staples per shear plane in line with BS EN 1995-1-1 (8,2,2). Use minimum value from above equations.

Nails (not pre-drilled)..f_h,k = 0,082 ρ_kd^-0,3 d N/mm².. Note also applies to screws =< 6mm dia
Nails pre-drilled .. f_h,k = = 0,082 (1 - 0,01 d) ρ_k N/mm² .... Note also applies to screws > 6mm dia
Bolts /Dowels up to 30mm., Nails and screws over 8mm .
        f_h,0,k = = 0,082 (1 - 0,01 d) ρ_k N/mm²

where
f_h,k Embedment strength in N/mm2
ρ_k = the characteristic timber density in kg/m³
d = nail diameter in mm
f_h,0,k Embedment strength with load parallel to grain in N/mm2
f_h,α,k Embedment strength with load at angle α to grain in N/mm2
k₉₀ = 1,35 + 0,015d for softwoods / = 1,30 + 0,015d for LVL /= 0,90 + 0,015d for hardwoods

Minimum edge and spacing distances for Bolts...Applicable to screws with d over 6 mm

Minimum edge and spacing distances for Dowels...

Minimum edge and spacing distances for Nails......Applicable to screws with d less than 6mm

Laterally loaded screws.
The effect of the threaded part of the screw shall be taken into account, when it is taking the shear load by using the effective diameter d_ef.   

When the smooth diameter of the screw penetrates the point side of a joint by more than 4.d then d_ef = the smooth diameter
when this is not the case d_ef = 1,1.thread root diameter

When the screw diameter is greater than 6mm the strength /spacing rules applicable to bolts applies.
When the screw diameter is less/or equal to 6mm the strength /spacing rules rules applicable to nails applies. ..

The embedment strength, connection strength and spacing / distance requirements for screws are shown in the sections above.    Characteristic Embedment strengths..... Edge and distance spacing.....

Axially loaded screws.
For axially loaded screws the evaluation of the resistance of the axially loaded screws should include the following factors

withdrawel failure of the threaded portion of the screw
The tear of failure of the head.( relevant when screw is used to fasten a steel plate.  ( The tear off resistence should exceed the tensile strenth of the screw. )
The pull through failure of the screw head
The tensile failure of the screw
The buckling failure of the screw in compression
Plug shear of the timber associated with a group of screws used with steel plates

minimum edge and end distances and spacings of axially loaded screws are provided in the table below

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where

Laterally loaded nails.

A nail is either smooth or grooved.
For smooth nails the pointside penetration length should be at least 8d
For nails other than smooth the pointside penetration should be at least 6d
Nails in end grain can not normally be considered as capable of transmitting lateral forces.    Eurocode 5 includes exceptions to this rule para 8.3.1.2(4)

The embedment strength, connection strength and spacing / distance requirements for nails are shown in the sections above.    Characteristic Embedment strengths..... Edge and distance spacing.....

Timber at risk of splitting should be predrilled for nails when
      ...the characteristic density of the timber is more tha 500 kg/m³
      ...the diameter d is greater than 6mm
      ...When the thickness of the timber members is smaller than t = max of { 7d    or     (13d-30)ρ_k /400   }

As an alternative to this rule the edge distances above may be adjusted such that for ρ_k <= 420kg/m³ then a₄ > = 10 d    and    for    420kg/m³ <= ρ_k <= 500 kg/m³ then a₄ >= 14d.

For one row of nails in a row parallel to the grain ,the load carrying capacity parallel to the grain is

where
F_V,ef,RK = Effective characteristic load- carrying capacity of one row of fasteners parallel to the graine
n_ef = the effective number of fasteners in line parallel to grain
F_V,RK = the characteristic load-carrying capacity of each fastener parallel to grain

For nails the effective number of fasteners =

where
n = actual number of nails in row parallel to grain
k_ef = value give in table below

Axially Loaded Nails

Only nails which are classified as threaded should be used for withstanding axial loads.

A threaded nail has its shank profiled or deformed over a minimum of 4,5d and has a characteristic withdrawel parameter f_ax,k greater than or equal to 6 N/mm² when measure in timber with a characteristic density of 350 kg/m³ at 20degC and 65% humidity

Only the threaded part of the nail is considered capable of transmittting axial loads.

. nails are not capable of transmitting axial loads in endgrain wood

The characteristic withdrawel capacity of nails F_ax,Rk for nails driven in perpendicular to grains should be taken as the smaller values from the equations below

where
f_ax,k = the characterstic pointside withdrawel strength:
f_head,k = the characterstic headside pull-through strength:
d = nail diameter
t_pen = the pointside penetration length or the length of the threaded part of the pointside member
t = thickness of headside members
d_h = the nail head diameter

Timbers at risk of splitting include douglas fir and Spruce.

Laterally loaded bolts

For one row of n bolts parallel to the grain direction, the load-crrying capacity parallel to the grain, should be calculated using the effective number of bolts n_ef wher

where
d = diameter of bolts
a₁ = spacing between bolts in grain directions
n = number of bolts

For loads perpendicular to grain the effective number of bolts =

n _ef = n

The embedment strength, connection strength and spacing / distance requirements for bolts are shown in the sections above.    Characteristic Embedment strengths..... Edge and distance spacing.....

Axially loaded bolts

The axial load capacity of a bolt should be taken as the lower value of
    --the bolt tensile capacity
    --the load bearing capacity of either the washer or the steel plate if applicable

The bearing capacity of a washer should be calculated assuming a characteristic compressive strength on the contact area of 3,O f_c,90,k

f_c,90,k = characteristic compressive strength of timber perpendicular to grain.

The bearing capacity per bolt of a steel plate should not exceed that of a circular washer with a diameter which is the minimum of : 12t or 4d ..(t is thickess of plate and d = diameter of bolt.

The various statements applying to bolts as provided above apply except for the spacing and end distances.

The relevant values for end distances and spacings are provided in the section above.i.e Edge and distance spacing.....